Method and device for constructing allowable bearing capacity of horizontal tunnel anchorage structure

Abstract

The invention provides a construction method and device for allowable bearing capacity of a horizontal tunnel anchorage structure, and relates to the field of tunnel anchorage engineering. Obtaining a rock mass resistance expression of the first edge of the surrounding rock and a rock mass resistance expression of the second edge of the surrounding rock; stress analysis in different directions is conducted on the anchorage body according to the expression of the rock mass resistance borne by the second edge of the surrounding rock, and the expression of the rock mass resistance borne by the second edge of the surrounding rock in different directions is obtained; constructing based on an expression of rock mass resistance borne by the first edge of the surrounding rock and an expression of rock mass resistance borne by the second edge of the surrounding rock in different directions to obtain a positive resistance expression of the surrounding rock to the tunnel anchor; and constructing according to the tunnel anchor pulling resistance expression and the front resistance expression of the surrounding rock to the tunnel anchor to obtain an allowable bearing capacity expression. The problem that the bearing characteristics of the surrounding rock cannot be comprehensively understood and fully utilized in the prior art is solved.

Description

Technical Field

[0001] The present invention relates to the field of tunnel anchoring engineering, and in particular to a method and a device for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure. Background Art

[0002] In the field of tunnel anchoring engineering, tension rods and prestressed anchor cables are two common anchoring methods. They are cleverly placed inside the anchor body and are closely connected to the cable strands through precise structures, jointly shouldering the task of anchoring. However, the current research on the force mechanism of the clamping effect of the anchor plug body is still insufficient, resulting in the problem of being unable to fully understand and fully utilize the bearing characteristics of the surrounding rock. Therefore, there is an urgent need for a method and device for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure, which solves the problem that the research on the force mechanism of the clamping effect of the anchor plug body in the prior art is still insufficient, resulting in the problem of being unable to fully understand and fully utilize the bearing characteristics of the surrounding rock. Summary of the invention

[0003] The purpose of the present invention is to provide a method and device for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure to improve the above-mentioned problem. In order to achieve the above-mentioned purpose, the technical solution adopted by the present invention is as follows:

[0004] In a first aspect, the present application provides a method for constructing an allowable bearing capacity of a horizontal tunnel anchoring structure, comprising:

[0005] Obtain the angle between the cable strand and the surrounding rock and the uniaxial saturated compressive strength of the surrounding rock;

[0006] Based on the angle between the cable strand and the surrounding rock and the preset deadweight of the anchor body, an expression for the pull-out force of the tunnel anchor is obtained;

[0007] A rock mass pressure model is constructed based on the uniaxial saturated compressive strength of the surrounding rock and the preset length of the surrounding rock, wherein the rock mass pressure model includes an expression for the rock mass resistance exerted on the first side of the surrounding rock and an expression for the rock mass resistance exerted on the second side of the surrounding rock;

[0008] According to the rock mass resistance expression on the second side of the surrounding rock, force analysis is performed on the anchor body in different directions to obtain rock mass resistance expressions in different directions on the second side of the surrounding rock;

[0009] Based on the rock mass resistance expression on the first side of the surrounding rock and the rock mass resistance expressions in different directions on the second side of the surrounding rock, an expression of the positive resistance of the surrounding rock to the tunnel anchor is constructed;

[0010] According to the mechanical principle, the expression of the pull-out force of the tunnel anchor and the expression of the positive resistance of the surrounding rock to the tunnel anchor are constructed to obtain the expression of the allowable bearing capacity.

[0011] In a second aspect, the present application also provides a device for constructing an allowable bearing capacity of a horizontal tunnel anchoring structure, comprising:

[0012] The anchor plug body is arranged transversely along the length direction of the surrounding rock, a plurality of cable strand connection structures are arranged on the edge of the top surface of the anchor plug body, and a plurality of reserved channels are opened on the top surface of the anchor plug body;

[0013] A plurality of cable strands, one end of each of the cable strands is connected to the main tower of the bridge. After the other ends of the plurality of cable strands pass through the plurality of reserved channels and are connected to the plurality of cable strand connection structures, the plurality of cable strand connection structures are adjusted, and the ends of the cable strands are fixed to the rear anchor surface of the anchor plug body.

[0014] The beneficial effects of the present invention are:

[0015] The present invention sets the anchor body transversely along the length direction of the surrounding rock, and connects the anchor body to the main tower of the bridge through the cable strand. The anchor body is transversely set on the surrounding rock, and bears the pull-out force transmitted by the cable strand through the resistance of the overlying surrounding rock, so that the bearing characteristics of the surrounding rock can be more fully exerted. And the values ​​obtained after the anchor body is transversely set are constructed to obtain the tunnel anchor pull-out force expression and the tunnel anchor front resistance expression. After constructing the tunnel anchor pull-out force expression and the tunnel anchor front resistance expression, the allowable bearing capacity expression is obtained. The tunnel anchor pull-out force expression, the surrounding rock front resistance expression to the tunnel anchor, and the allowable bearing capacity expression jointly solve the problem that the research on the force mechanism of the clamping effect of the anchor body in the prior art is still insufficient, resulting in the inability to fully understand and fully utilize the surrounding rock bearing characteristics.

[0016] Other features and advantages of the present invention will be described in the following description, and partly become apparent from the description, or be understood by implementing the embodiments of the present invention. The purpose and other advantages of the present invention can be realized and obtained by the structures particularly pointed out in the written description, claims, and drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for use in the embodiments are briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without creative work.

[0018] Figure 1 It is a schematic flow chart of a method for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure according to an embodiment of the present invention;

[0019] Figure 2 It is a structural schematic diagram of a device for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure according to an embodiment of the present invention;

[0020] Figure 3 It is a cross-sectional view of a device for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure according to an embodiment of the present invention;

[0021] Figure 4 Based on Figure 3 A schematic diagram of the enlarged structure of region A;

[0022] Figure 5 It is a schematic diagram of the structure of the equipment for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure described in an embodiment of the present invention.

[0023] Markings in the figure: 1. Anchor body; 2. Surrounding rock; 3. Cable strand connection structure; 4. Reserved channel; 5. Cable strand; 6. Bridge main tower; 31. Gasket; 32. Cable strand anchor head; 800. Equipment for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure; 801. Processor; 802. Memory; 803. Multimedia component; 804. I / O interface; 805. Communication component. DETAILED DESCRIPTION

[0024] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, rather than all of the embodiments. The components of the embodiments of the present invention generally described and shown in the drawings here can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present invention provided in the drawings is not intended to limit the scope of the claimed invention, but merely represents selected embodiments of the present invention. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0025] It should be noted that similar reference numerals and letters represent similar items in the following drawings, so once an item is defined in one drawing, it does not need to be further defined and explained in the subsequent drawings. At the same time, in the description of the present invention, the terms "first", "second", etc. are only used to distinguish the description and cannot be understood as indicating or implying relative importance.

[0026] Embodiment 1:

[0027] This embodiment provides a method for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure.

[0028] See also Figure 1, the figure shows that the method includes steps S1 to S6, including:

[0029] S1: Obtain the angle between the cable strand and the surrounding rock and the uniaxial saturated compressive strength of the surrounding rock;

[0030] In this step, the saturated sample is loaded by a uniaxial test compressor until the sample is destroyed, and the cross-sectional area of ​​the saturated sample and the maximum pressure of the uniaxial test compressor on the saturated sample are obtained. The cross-sectional area of ​​the saturated sample and the maximum pressure of the uniaxial test compressor on the saturated sample are calculated by the uniaxial test compressor, and the uniaxial saturated compressive strength of the surrounding rock is obtained.

[0031] The uniaxial saturated compressive strength of the surrounding rock is:

[0032]

[0033] In the above formula (1), RC represents the uniaxial saturated compressive strength of the surrounding rock, A represents the cross-sectional area of ​​the saturated specimen under the uniaxial test compressor, and P represents the maximum pressure under which the saturated specimen is destroyed by the uniaxial test compressor.

[0034] S2: Based on the angle between the cable strand and the surrounding rock and the preset deadweight of the anchor body, an expression for the pull-out force of the tunnel anchor is obtained;

[0035] In order to clarify the specific method of obtaining the expression of the pull-out force of the tunnel anchor, step S2 includes S21 to S23, which are:

[0036] S21: cable strand information, the cable strand information including cable strand height and cable strand horizontal distance;

[0037] S22: Calculating based on the cable strand height and the horizontal distance of the cable strands to obtain an angle between the cable strand tension direction and the horizontal direction of the surrounding rock;

[0038] In this step, the angle between the cable strand tension direction and the horizontal direction of the surrounding rock is:

[0039]

[0040] In the above formula (2), α represents the angle between the cable strand tension direction and the horizontal direction of the surrounding rock, L represents the horizontal distance of the cable strand, and H represents the height of the cable strand.

[0041] S23: Based on the angle between the cable strand tension direction and the horizontal direction of the surrounding rock, the preset deadweight of the anchor body and the preset safety factor, an expression for the pull-out force of the tunnel anchor is obtained.

[0042] In this step, the tunnel anchor pullout force expression is:

[0043]

[0044] In the above formula (3), P1 represents the pull-out resistance of the tunnel anchor, K represents the safety factor, W represents the deadweight of the anchor body, and α represents the angle between the cable tension direction and the horizontal direction.

[0045] S3: constructing a rock mass pressure model based on the uniaxial saturated compressive strength of the surrounding rock and the preset length of the surrounding rock, wherein the rock mass pressure model includes an expression for the rock mass resistance exerted on the first side of the surrounding rock and an expression for the rock mass resistance exerted on the second side of the surrounding rock;

[0046] The length of the surrounding rock includes the length of the first side of the surrounding rock and the length of the second side of the surrounding rock arc;

[0047] In order to clarify the specific method of obtaining the rock mass pressure model, step S3 includes S31 to S34, which are:

[0048] S31: Obtain the length of the contact portion between the anchor plug body and the surrounding rock;

[0049] S32: constructing based on the length of the first side of the surrounding rock, the uniaxial saturated compressive strength of the surrounding rock and the length of the contact portion between the anchor plug body and the surrounding rock, obtaining an expression for the rock mass resistance exerted on the first side of the surrounding rock;

[0050] In this step, the rock mass resistance expression of the first side of the surrounding rock is:

[0051] N1=X AB ·l·R c (4)

[0052] In the above formula (4), N1 represents the rock mass resistance on the first side of the surrounding rock, X AB Indicates the length of the AB side of the surrounding rock, R c It represents the uniaxial saturated compressive strength of rock mass, and l represents the length of the part where the anchor body is in direct contact with the surrounding rock.

[0053] S33: constructing based on the length of the second side of the surrounding rock arc, the uniaxial saturated compressive strength of the surrounding rock and the length of the contact portion between the anchor plug body and the surrounding rock, obtaining an expression for the rock mass resistance exerted on the second side of the surrounding rock;

[0054] In this step, the rock mass resistance expression on the second side of the surrounding rock is:

[0055] N2=S BC ·l·R c (5)

[0056] In the above formula (5), N2 represents the rock mass resistance on the second side of the surrounding rock, S BC Indicates the length of the arc BC side of the surrounding rock, R c It represents the uniaxial saturated compressive strength of rock mass, and l represents the length of the part where the anchor body is in direct contact with the surrounding rock.

[0057] S34: constructing a rock mass pressure model according to an expression for rock mass resistance on the first side of the surrounding rock and an expression for rock mass resistance on the second side of the surrounding rock.

[0058] S4: performing force analysis on the anchor body in different directions according to the rock mass resistance expression on the second side of the surrounding rock, and obtaining the rock mass resistance expression on the second side of the surrounding rock in different directions;

[0059] In order to clarify the specific method of obtaining the expression of the rock mass resistance in different directions on the second side of the surrounding rock, step S5 includes S41 to S45, which are:

[0060] S41: constructing an expression for the force on the arc length element based on a preset surrounding rock arc length element expression and an expression for the rock mass resistance force on the second side of the surrounding rock, and obtaining an expression for the force on the arc length element;

[0061] In this step, the surrounding rock arc length element expression is:

[0062] ds=R·d·θ (6)

[0063] In the above formula (6), ds represents the arc length element of the surrounding rock, R represents the arc radius, d represents the small displacement, and θ represents the angle variable in polar coordinates.

[0064] The expression of the force on the arc length element is:

[0065] dN2=R C ·ξ r l ds = R C ·ξ r ·l·R·d·θ (7)

[0066] In the above formula (7), dN2 represents the arc length element force, R C represents the uniaxial saturated compressive strength of rock mass, ξ r represents the reduction coefficient, l represents the length of the part of the anchor plug that is in direct contact with the surrounding rock, ds represents the arc length element of the surrounding rock, R represents the radius of the arc, d represents a small displacement, and θ represents the angle variable in polar coordinates.

[0067] S42: Based on the expression of the force on the arc length element, the horizontal force analysis of the anchor body is performed to obtain the expression of the horizontal force on the arc length element;

[0068] In this step, the expression of the arc length element horizontal force is:

[0069] dN 2x =dN2·cosθ (8)

[0070] In the above formula (8): dN 2xrepresents the horizontal force of the arc length element, dN2 represents the force on the arc length element, and θ represents the angle variable in polar coordinates.

[0071] S43: Based on the expression of the force on the arc length element, the vertical force analysis of the anchor body is performed to obtain the expression of the vertical force of the arc length element;

[0072] In this step, the expression of the vertical force of the arc length element is:

[0073] dN 2y =dN2·sinθ (9)

[0074] In the above formula (9): dN 2y represents the force perpendicular to the arc length element, dN2 represents the force on the arc length element, and θ represents the angle variable in polar coordinates.

[0075] S44: Solving the expression of the arc length element horizontal force and the expression of the arc length element vertical force respectively according to the preset Hooke's law and the preset surrounding rock arc length element expression, to obtain the horizontal rock mass resistance exerted on the second side of the surrounding rock and the vertical rock mass resistance exerted on the second side of the surrounding rock;

[0076] In this step, the horizontal rock mass resistance expression on the second side of the surrounding rock is:

[0077]

[0078] In the above formula (10): N 2x Indicates the horizontal rock mass resistance on the second side of the surrounding rock, dN 2x Represents the arc length element horizontal force, R C represents the uniaxial saturated compressive strength of the rock mass, l represents the length of the part of the anchor plug that is in direct contact with the surrounding rock, R represents the radius of the arc, d represents the small displacement, and θ represents the angle variable in polar coordinates.

[0079] The vertical rock mass resistance expression of the second side of the surrounding rock is:

[0080]

[0081] In the above formula (11): N 2y Indicates the vertical rock mass resistance on the second side of the surrounding rock, dN 2y Represents the vertical force of the arc length element, R C represents the uniaxial saturated compressive strength of the rock mass, l represents the length of the part of the anchor plug that is in direct contact with the surrounding rock, R represents the radius of the arc, d represents the small displacement, and θ represents the angle variable in polar coordinates.

[0082] S45: constructing expressions for the rock mass resistances in different directions received by the second side of the surrounding rock according to the horizontal rock mass resistance received by the second side of the surrounding rock and the vertical rock mass resistance received by the second side of the surrounding rock, and obtaining expressions for the rock mass resistances in different directions received by the second side of the surrounding rock.

[0083] S5: constructing based on the rock mass resistance expression on the first side of the surrounding rock and the rock mass resistance expressions in different directions on the second side of the surrounding rock, obtaining the positive resistance expression of the surrounding rock to the tunnel anchor;

[0084] In order to clarify the specific method of obtaining the expression of the positive resistance of the surrounding rock to the tunnel anchor, step S5 includes S51 to S53, which are specifically:

[0085] S51: obtaining anchor cable arrangement information and cable strand arrangement information;

[0086] S52: constructing, based on the anchor cable arrangement information and the cable strand arrangement information, an expression for rock resistance on the first side of the surrounding rock and an expression for rock resistance in different directions on the second side of the surrounding rock to obtain an expression for resistance of the surrounding rock to the tunnel anchor;

[0087] In this step, the resistance expression of the surrounding rock to the tunnel anchor is:

[0088] P2=(N1+N 2x )cosα+N 2y ·sinα=[(X AB +R)·R c ·ξ r ·l·cosα]+R·R c ·ξ r ·l·sinα (12)

[0089] In the above formula (12), P2 represents the resistance of the surrounding rock to the tunnel anchor, N1 represents the rock mass resistance on the first side of the surrounding rock, and N 2x Indicates the horizontal rock mass resistance on the second side of the surrounding rock, N 2y The vertical rock mass resistance on the second side of the surrounding rock, X AB represents the length of the AB side of the surrounding rock, R represents the radius of the arc, and R c represents the uniaxial saturated compressive strength of rock mass, ξ r represents the reduction coefficient, l represents the length of the part of the anchor plug that is in direct contact with the surrounding rock, and α represents the angle between the cable strand tension direction and the horizontal direction.

[0090] The expression of the positive resistance of the surrounding rock to the tunnel anchor is:

[0091] P2′=h·l·R c ·ξ r ·cosα+R·l·R c ·ξ r·sinα (13)

[0092] In the above formula (13), P2′ represents the positive resistance of the surrounding rock to the tunnel anchor, h represents the height of the anchor plug, l represents the length of the part of the anchor plug that is in direct contact with the surrounding rock, and R c represents the uniaxial saturated compressive strength of rock mass, ξ r represents the reduction factor, R represents the arc radius, and α represents the angle between the cable tension direction and the horizontal direction.

[0093] S53: constructing a frontal resistance expression of the surrounding rock to the tunnel anchor based on the preset anchor plug height, the preset arc radius and the resistance expression of the surrounding rock to the tunnel anchor, and obtaining the frontal resistance expression of the surrounding rock to the tunnel anchor.

[0094] S6: According to the principle of mechanics, the expression of the pull-out force of the tunnel anchor and the expression of the positive resistance of the surrounding rock to the tunnel anchor are constructed to obtain the expression of the allowable bearing capacity.

[0095] In this step, the allowable bearing capacity expression is:

[0096] [P] = P1 + P2′ = h·l·R c ·ξ r ·cosα+R·l·R c ·ξ r ·sinα+W·sinα (14)

[0098] In the above formula (14), [P] represents the allowable bearing capacity, P1 represents the expression of the pull-out resistance of the tunnel anchor, P2′ represents the positive resistance of the surrounding rock to the tunnel anchor, h represents the height of the anchor plug, l represents the length of the part of the anchor plug that is in direct contact with the surrounding rock, and R c represents the uniaxial saturated compressive strength of rock mass, ξ r represents the reduction factor, R represents the arc radius, α represents the angle between the cable tension direction and the horizontal direction, and W represents the deadweight of the anchor body.

[0099] Embodiment 2:

[0100] like Figures 2 to 4 As shown, this embodiment provides a device for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure, the device comprising: the anchor plug body 1 is arranged horizontally along the length direction of the surrounding rock 2, a plurality of cable strand connection structures 3 are arranged on the edge of the top surface of the anchor plug body 1, and a plurality of reserved channels 4 are opened on the top surface of the anchor plug body 1; one ends of the plurality of cable strands 5 are connected to the main tower 6 of the bridge, when the other ends of the plurality of cable strands 5 pass through the plurality of reserved channels 4 respectively to be connected to the plurality of cable strand connection structures 3, the plurality of cable strand connection structures 3 are adjusted, and the ends of the cable strands 5 are fixed to the rear anchor surface of the anchor plug body 1.

[0101] The technical effect of this structure is: on the one hand, the tensile force transmitted from the plurality of cable strands 5 is borne by the resistance of the overlying surrounding rock 2, so that the bearing characteristics of the surrounding rock 2 are more fully exerted. On the other hand, the normal force provided by the surrounding rock 2 directly resists the tensile force transmitted from the plurality of cable strand connection structures 3, and the front rock layer can provide greater resistance when subjected to force.

[0102] When the anchor plug body 1 is arranged horizontally, the tension transmitted by the main cable in the plurality of strands 5 causes the anchor plug body 1 to be pushed from the back to the front, and the thrust directly acts on the front of the surrounding rock 2, making full use of the compressive resistance of the surrounding rock 2, thereby providing effective support. The plurality of strand connection structures 3 are adjusted by a jack, and the jack is used to control the tension degree of the plurality of strand connection structures 3, and to apply prestress to the plurality of strands 5, so as to better resist the tension of the main cable of the suspension bridge.

[0103] The device solves the problem in the prior art that the bearing characteristics of the surrounding rock cannot be fully understood and fully utilized. Preferably, the tunnel is a horizontally placed cavern with a constant cross section, and the horizontal excavation of the tunnel reduces the difficulty of construction.

[0104] To clarify the specific structure of the cable strand connection structure 3, the cable strand connection structure 3 includes a gasket 31 and a cable strand anchor head 32, both of which are arranged on the top surface of the anchor plug body 1, and one end of the gasket 31 is connected to the cable strand anchor head 32. When the other ends of the plurality of cable strands 5 pass through the gasket 31 and the cable strand anchor head 32 in sequence, the ends of the plurality of cable strands 5 are fixed on the rear anchor surface of the anchor plug body 1. Furthermore, the axis of the cable strand anchor head 32 forms an angle with the rear anchor surface of the anchor plug body 1. This structure solves the problem in the prior art that errors in the construction process easily cause bending moments in the pull rod.

[0105] Preferably, the anchoring sections of the cable strands 5 are radially spread out in the cable strand anchor heads 32 .

[0106] It should be noted that, regarding the device in the above embodiment, the specific manner in which each module performs the operation has been described in detail in the embodiment of the method, and will not be elaborated here.

[0107] Embodiment 3:

[0108] Corresponding to the above method embodiment, this embodiment also provides a device for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure. The device for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure described below and the method for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure described above can be referenced to each other.

[0109] Figure 5FIG. 8 is a block diagram of a device 800 for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure according to an exemplary embodiment. Figure 5 As shown, the device 800 for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure may include: a processor 801 and a memory 802. The device 800 for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure may also include one or more of a multimedia component 803, an I / O interface 804, and a communication component 805.

[0110] The processor 801 is used to control the overall operation of the device 800 for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure to complete all or part of the steps in the above-mentioned method for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure. The memory 802 is used to store various types of data to support the operation of the device 800 for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure, such as instructions for any application or method operating on the device 800 for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure, and application-related data, such as contact data, sent and received messages, pictures, audio, video, etc. The memory 802 can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic memory, flash memory, disk or optical disk. The multimedia component 803 may include a screen and an audio component. The screen may be, for example, a touch screen, and the audio component is used to output and / or input audio signals. For example, the audio component may include a microphone for receiving external audio signals. The received audio signal may be further stored in the memory 802 or sent via the communication component 805. The audio component also includes at least one speaker for outputting audio signals. The I / O interface 804 provides an interface between the processor 801 and other interface modules, and the above-mentioned other interface modules can be keyboards, mice, buttons, etc. These buttons can be virtual buttons or physical buttons. The communication component 805 is used for the horizontal tunnel anchoring structure to allow the bearing capacity construction device 800 to carry out wired or wireless communication with other devices. Wireless communication, such as Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G or 4G, or a combination of one or more of them, so the corresponding communication component 805 can include: Wi-Fi module, Bluetooth module, NFC module.

[0111] In an exemplary embodiment, the device 800 for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure can be implemented by one or more application specific integrated circuits (ASIC), digital signal processors (DSP), digital signal processing devices (DSPD), programmable logic devices (PLD), field programmable gate arrays (FPGA), controllers, microcontrollers, microprocessors or other electronic components to execute the above-mentioned method for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure.

[0112] In another exemplary embodiment, a computer-readable storage medium including program instructions is also provided, and when the program instructions are executed by a processor, the steps of the above-mentioned method for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure are implemented. For example, the computer-readable storage medium can be the above-mentioned memory 802 including program instructions, and the above-mentioned program instructions can be executed by the processor 801 of the device 800 for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure to complete the above-mentioned method for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure.

[0113] Embodiment 4:

[0114] Corresponding to the above method embodiment, a readable storage medium is also provided in this embodiment. The readable storage medium described below and the method for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure described above can refer to each other.

[0115] A readable storage medium stores a computer program, which, when executed by a processor, implements the steps of the method for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure in the above method embodiment.

[0116] The readable storage medium may specifically be a U disk, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, or other readable storage medium that can store program codes.

[0117] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

[0118] The above is only a specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art can easily think of changes or substitutions within the technical scope disclosed by the present invention, which should be included in the protection scope of the present invention. Therefore, the protection scope of the present invention should be based on the protection scope of the claims.

Claims

1. A method for constructing the allowable bearing capacity of a horizontal tunnel anchorage structure, characterized in that: include: Obtain the angle between the cable strand and the surrounding rock and the uniaxial saturated compressive strength of the surrounding rock; Based on the angle between the cable strand and the surrounding rock and the preset deadweight of the anchor body, an expression for the pull-out force of the tunnel anchor is obtained; A rock mass pressure model is constructed based on the uniaxial saturated compressive strength of the surrounding rock and the preset length of the surrounding rock, wherein the rock mass pressure model includes an expression for the rock mass resistance exerted on the first side of the surrounding rock and an expression for the rock mass resistance exerted on the second side of the surrounding rock; According to the rock mass resistance expression on the second side of the surrounding rock, force analysis is performed on the anchor body in different directions to obtain rock mass resistance expressions in different directions on the second side of the surrounding rock; Based on the rock mass resistance expression on the first side of the surrounding rock and the rock mass resistance expressions in different directions on the second side of the surrounding rock, an expression of the positive resistance of the surrounding rock to the tunnel anchor is constructed; According to the mechanical principle, the expression of the pull-out force of the tunnel anchor and the expression of the positive resistance of the surrounding rock to the tunnel anchor are constructed to obtain the expression of the allowable bearing capacity.

2. The method for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure according to claim 1, characterized in that: The length of the surrounding rock includes the length of the first side of the surrounding rock and the length of the second side of the surrounding rock arc. The rock pressure model is constructed based on the uniaxial saturated compressive strength of the surrounding rock and the preset length of the surrounding rock. The rock pressure model includes the rock resistance expression of the first side of the surrounding rock and the rock resistance expression of the second side of the surrounding rock, including: Obtain the length of the contact portion between the anchor plug body and the surrounding rock; Based on the length of the first side of the surrounding rock, the uniaxial saturated compressive strength of the surrounding rock and the length of the contact portion between the anchor plug body and the surrounding rock, an expression for the rock mass resistance exerted on the first side of the surrounding rock is obtained; Based on the length of the second side of the surrounding rock arc, the uniaxial saturated compressive strength of the surrounding rock and the length of the contact portion between the anchor plug body and the surrounding rock, an expression for the rock mass resistance exerted on the second side of the surrounding rock is obtained; The rock mass pressure model is constructed based on the rock mass resistance expression on the first side of the surrounding rock and the rock mass resistance expression on the second side of the surrounding rock, thereby obtaining the rock mass pressure model.

3. The method for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure according to claim 2, characterized in that: Based on the rock mass resistance expression on the first side of the surrounding rock and the rock mass resistance expressions in different directions on the second side of the surrounding rock, the positive resistance expression of the surrounding rock to the tunnel anchor is obtained, including: Obtaining anchor cable arrangement information and cable strand arrangement information; Based on the anchor cable arrangement information and the cable strand arrangement information, an expression for rock resistance on the first side of the surrounding rock and an expression for rock resistance in different directions on the second side of the surrounding rock are constructed to obtain an expression for resistance of the surrounding rock to the tunnel anchor; Based on the preset anchor plug height, the preset arc radius and the resistance expression of the surrounding rock to the tunnel anchor, a positive resistance expression of the surrounding rock to the tunnel anchor is constructed to obtain.

4. The method for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure according to claim 1, characterized in that: According to the rock mass resistance expression on the second side of the surrounding rock, the anchor body is subjected to stress analysis in different directions, and the rock mass resistance expression in different directions on the second side of the surrounding rock is obtained, including: Based on the preset surrounding rock arc length element expression and the rock mass resistance expression on the second side of the surrounding rock, an expression for the force on the arc length element is constructed to obtain; Based on the expression of the force on the arc length element, the horizontal force analysis of the anchor body is carried out, and the expression of the horizontal force of the arc length element is obtained; Based on the expression of the force on the arc length element, the vertical force analysis of the anchor body is carried out, and the expression of the vertical force of the arc length element is obtained; According to the preset Hooke's law and the preset surrounding rock arc length element expression, the expression of the arc length element horizontal force and the expression of the arc length element vertical force are solved respectively to obtain the horizontal rock mass resistance exerted on the second side of the surrounding rock and the vertical rock mass resistance exerted on the second side of the surrounding rock; According to the horizontal rock mass resistance received by the second side of the surrounding rock and the vertical rock mass resistance received by the second side of the surrounding rock, expressions of rock mass resistance received by the second side of the surrounding rock in different directions are obtained.

5. The method for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure according to claim 1, characterized in that: Based on the angle between the cable strand and the surrounding rock and the preset deadweight of the anchor body, the expression of the pull-out force of the tunnel anchor is obtained, including: Cable strand information, the cable strand information including cable strand height and cable strand horizontal distance; Calculating based on the cable strand height and the horizontal distance of the cable strands, obtaining an angle between the cable strand tension direction and the horizontal direction of the surrounding rock; Based on the angle between the cable strand tension direction and the horizontal direction of the surrounding rock, the preset deadweight of the anchor body and the preset safety factor, an expression for the pull-out force of the tunnel anchor is obtained.

6. The method for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure according to claim 1, characterized in that: The allowable bearing capacity expression is: [P]=P1+P′2=h·l·R c ·x r ·cosα+R·l·R c ·x r ·sine+W·sine In the above formula: [P] represents the allowable bearing capacity, P1 represents the pull-out resistance of the tunnel anchor, P′2 represents the positive resistance of the surrounding rock to the tunnel anchor, R represents the arc radius, R c represents the uniaxial saturated compressive strength of rock mass, ξ r represents the reduction coefficient, l represents the length of the part of the anchor body that is in direct contact with the surrounding rock, h represents the height of the anchor body, W represents the deadweight of the anchor body, and α represents the angle between the tension direction of the cable strand and the horizontal direction.

7. A device for constructing the allowable bearing capacity of a horizontal tunnel anchoring structure, characterized in that: include: An anchor plug body (1), the anchor plug body (1) is arranged transversely along the length direction of the surrounding rock (2), a plurality of cable strand connection structures (3) are arranged on the edge of the top surface of the anchor plug body (1), and a plurality of reserved channels (4) are opened on the top surface of the anchor plug body (1); A plurality of cable strands (5), one end of each of the cable strands (5) being connected to a bridge main tower (6); after the other ends of the plurality of cable strands (5) respectively pass through the plurality of reserved holes (4) to be connected to the plurality of cable strand connection structures (3), the plurality of cable strand connection structures (3) are adjusted, and the ends of the cable strands (5) are fixed to the rear anchor surface of the anchor plug body (1).

8. The device for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure according to claim 7, characterized in that: The cable strand connection structure (3) comprises a gasket (31) and a cable strand anchor head (32). The gasket (31) and the cable strand anchor head (32) are both arranged on the top surface of the anchor plug body (1). One end of the gasket (31) is connected to the cable strand anchor head (32). When the other ends of the plurality of cable strands (5) pass through the gasket (31) and the cable strand anchor head (32) in sequence, the ends of the plurality of cable strands (5) are fixed on the rear anchor surface of the anchor plug body (1).

9. The device for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure according to claim 8, characterized in that: The axis of the cable anchor head (32) forms an angle with the rear anchor surface of the anchor plug body (1).

10. The device for constructing the allowable bearing capacity of the horizontal tunnel anchoring structure according to claim 8, characterized in that: The anchoring sections of the cable strands (5) are radially spread out in the cable strand anchor heads (32).

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